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Home My WebLink AboutTract Map 3883 Lot 255 Update Field Density Testing . Update REPORT of OBSERVATION and FIELD DENSITY TESTING for RESIDENTIAL GRADING Lot 255; TR 3883 APN: 919-190-011 LDOO-093GR . Original Report Dated: December 15, 2000 This Report Dated: July 24, 2001 Prepared for: Mr. Michael Brewer 28465 Front Street, Ste. 313 Temecula, California 92590 909/699-6868 Prepared by: Gunvant Thakkar, P.E. 45712 Classic Way Temecula, California 92592 909/676-7541 -w.. ~ L-o\' 2~ \ . . GUNVANT THAKKAR, PROFESSIONAL ENGINEER 45712 Classic Way, Temecula, California 92592 909)676-7541 July 24, 2001 Mr. Michael Brewer 28465 Front Street, Ste. 313 Temecula, California 92590 909/699-6868 RE: Compaction Testing Report Update Lot 255; TR 3883 APN: 919-190-011 LDOO-093GR Dear Mr. Brewer: In accordance with your request, we have prepared this compaction report for the subject property. The report represents a summary of the observations and compaction testing of the fill placed on the proposed grading pad. Field testing and observations indicate the compaction and grading of the soil was performed properly. The soil should perform satisfactorily for the expected usage. The included findings and recommendations have been derived in accordance with generally accepted professional principles and practices in the fields of soil mechanics and foundation engineering. This warranty is in lieu of all other warranties, either expressed or implied. z.. . . INTRODUCTION In accordance with your request, tests have been performed on the fill placed on the rough graded residential pad. The excavation, fill placement, compaction and testing associated with this phase of the grading was performed during November 16, 2000 through December 1, 2000. This report presents a summary of the testing services provided. PROJECT DESCRIPTION The site will have a single family residence with attached garage constructed on it with associated landscaping and access drive. This structure could consist of a one or two story, wood framed residence founded on a continuous perimeter footings foundation system. GRADING PROCEDURES The observations and test results indicated that the grading was performed in the method consistent with the U.B.C. as amended by Ordinance 457. All areas to receive fill were stripped and cleared of vegetation and soft soil prior to placement of soil fill. Keying and benching into natural ground was completed in general compliance with the Uniform Building Code, Appendix Chapter 33. The minimum acceptable degree of compaction was 90 percent of the maximum density. FIELD DENSITY TESTING Field density testing was performed in accordance with ASTM D1556-64 (Sand Cone Method). The results of the field density tests are presented in Table I of this report. The approximate location of the tests are shown on the Plot Plan, Plate 1. MAXIMUM DENSITY DETERMINATIONS Maximum density / optimum moisture determinations were made from representative samples of on-site soils used in the fill operations. The tests were performed in accordance with ASTM D1557- 78 Method. ..3 . . LIMITATIONS The findings and recommendations of this report were prepared in accordance with contemporary principles and practices in the field of geotechnical engineering. No other warranty or guarantee is either expressed or implied. Only a portion of the subsurface soils and conditions were evaluated or observed and the conclusions are based upon an interpretation of the soils conditions encountered in the field tests. Conclusions are also based on the assumption that these findings do not vary appreciably in the adjacent areas. However, minor variations may occur: should soil conditions significantly different be encountered in the future, an assessment of the impact on subsequent recommendations should be made. All future grading and fill placement should be performed under the inspection and testing of a registered civil engineer. SUMMARY Our description of grading and backfill operations, as well as testing services, were limited to those grading operations performed during November 16, 2000 through December 1, 2000. The conclusions and recommendations contained herein have been based upon our observation and testing as noted. To the best of my knowledge, the work within my area of responsibility is in accordance with applicable provisions of U.B.C. as amended by Ordinance 457. Due to periodic site inspections and testing, footing excavations should be inspected by a registered civil engineer prior to concrete placement to verify proper embedment entirely into competent soils. RECOMMENDATIONS (As no additional grading appears to have been done on this property, the following previously~made recommendations remain the same. 1. A minimum of three-feet over-excavation has been performed five feet outside proposed building limits to ensure a uniform blanket of a minimum of 90 percent compaction under structures. 2. A safe allowable bearing value for foundations embedded a minimum of 12" below lowest adjacent grade into competent ground is 1,500 psf. Continuous footings should have a minimum width of 12 inches. The isolated column footings should have a minimum embedment of 18 inches below lowest soil grade. 3. All. concrete slabs on grade should be 4" thick. They should be underlain by 3" of sand or gravel. Areas that are to be carpeted or tiled, or where the intrusion of moisture is objectionable, should be. underlain by 6 mil visqueen properly protected from puncture with an additional 1 " of sand over it. This arrangement of materials would result in a profile downward of concrete, 1" of sand, 6 mil visqueen, 3" of sand and subgrade soil. Contractors should be advised that, when pouring during hot or windy weather conditions, they should provide large slabs with sufficiently deep weakened plane joints to inhibit the development of unsightly and irregular cracks. ~ . . 4. All footings for single story construction shall be a minimum of 12" in width and 12" in depth, measured below the lowest adjacent compacted or firm grade. For two story construction, the footings shall bea minimum of 15" in width and 18" in depth. All footings shall incorporate a minimum of one # 4 bar running continuously through the footings. The bars shall be lapped a minimum of 30 bar diameters and shall be placed approximately 3" from the bottom. All footings shall be extended to a depth sufficient to provide a minimum setback from the bottom of the footings to the daylight in any adjacent slope in accordance with U.B.C. 5. :S . . GUNVANT THAKKAR, PROFESSIONAL ENGINEER 45712 Classic Way, Temecula, California 92592 (909) 676-7541 Mr. Mike Brewer Maximum Density Optimum Moisture Content (pct) (%) 127.0 10.8 Eleva- Tion (Feet) Max.Dry Density (pcf) Water Content (%) Dry Density (pcf) Relative Method Compac- tion (%) 1. 1219 127.0 10.2 115.6 91 SC 2. 1220 127.0 10.5 116.9 92 SC 3. 1221 127.0 10.8 114.3 90 SC 4. 1223 127.0 10.9 118.1 93 SC 5. 1224 127.0 10.2 116.9 92 SC 6. 1225 127.0 9.8 118.1 93 SC 7. 1227 127.0 9.9 114.3 90 SC 8. 1226 127.0 10.2 115.6 91 SC 9. 1230 127.0 10.3 118.1 93 SC 10. 1232 127.0 10.4 116.9 92 SC . 11. 1333 127.0 10.5 115.6 91 SC 12. 1232 127.0 10.2 116.9 92 SC 13. 1233 127.0 10.8 114.3 90 SC 14. 1235 127.0 10.2 116.9 92 SC 15. 1235 127.0 10.1 116.9 92 SC 16. 1235 127.0 10.3 116.9 92 SC " . ?tl ~ ~ .... 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TR3@S3 hW"'i~ Le"r .G<tt:, RECEIVED FEB 9 1999 CITY OF TEMECULA ENGINEERING DEPARTMENT PRELIMINARY SOILS STUDY AND COMPACTION TESTING OF EXISTING PAD MODIFICATIONS Purpose: Final compaction testing and approval of grading operations to the existing building pad located at 31260 Calle Felicidad, Meadowview Subdivision, Temecula Owners: Gary and Martha McKay 41821 Calle Cabrillo Temecula, CA (909) 699-4692 Le gal: Lot 296 of Tract 3383, A.P.N. 919-240-006 Job No. F99-16B February 1, 1999 ~ . TABLE OF CONTENTS INTRODOCTION. . . . SOIL PROFILE AND LABORATORY TESTING EXPANSION TEST. Expansion Test Results FIELD COMPACTION TESTING. . Relative Compaction Test Results ALLOWABLE SOIL BEARING VALUES Square or Continuous Footings. FOOTING REINFORCEMENT FLOOR SLABS . MOISTURE BARRIER. UTILITY TRENCHES. DRIVEWAYS AND PARKING AREAS PROPOSED PAVEMENT DESIGN. DRAINAGE AND SLOPE PROTECTION CONCLUS IONS PLAN. . . . 1 1 2 2 2 3 3 4 4 5 5 5 5 5 6 6 Enclosed \0 . . Job No. F99-16B February 1, 1999 Page 1 INTRODUCTION The purpose of this soil study is to complete the compaction testing of the existing building pad after the lowering of the pad elevation by approximately one (1) foot. The excess fill was used to widen the driveway area and to enlarge the pad egress approach. Maximum density determinations were made on the clean, structural fill soils used for the building pad and driveway area construction. All subsequent relative compaction testing equalled or exceeded the required 90 % values. SOIL PROFILE AND LABORATORY TESTING The structural fill soils used in the pad construction consist of tan-brown micaceous fine sand and silt with some medium and coarse sands. These soils are derived from decomposed granodiorite bedrock which is widespread throughout the Temecula area. Maximum density determinations were made on these fill soils as accepted by the Uniform Building Code and the county of Riverside grading ordinances. The maximum density determinations were made in accordance with A.S.T.M. D1557-70T, modified to use 25 blows on each of five layers with a 10-lb. hammer falling 18 inches in a mold of 1/30 cubic foot volume. Soil Type A: Tan-brown micaceous fine sand and silt with some medium and coarse sand, derived from decomposed granodiorite; Maximum Density 120.0 p.c.f. at 9.6% Optimum Moisture. \\ . . Job No. F99-16B February 1, 1999 Page 2 EXPANSION TEST The results of an expansion test performed on the remolded sample of the typical soils are as follows. This sample was compacted to over 90% and set up to be equal to 50% saturation, and then measured to full 100% saturation after a period of several days and until no further expansion occurred in a 24- hour period in accordance with Table 29-C of the Uniform Building Code. Expansion Test Results Soil Type Confining Load Expansion Index % Expansion A 144 p.s.f. 5 0.5 These granular soils used in the grading operations exhibit low to ve'ry low potential expansion. Test results indicate a minimum seasonal volume change resulting from moisture variations in this soil type. FIELD COMPACTION TESTING The relative compaction tests shown below were taken at depths ranging from -0.5 feet to -2.0 feet, measured from the final finished pad grade elevation. fill areas were retested. All critical and additional (Compaction test results follow, page 3.) \2- . . Job NO. F99-11B January 4, 1999 Page 4 foundation soils that are involved in proximity to the proposed new footLngs, utilized a controlled rate of strain of .050 inch per minute under varying normal loads. The test results calcu- lated graphically to an angle of internal function of 320 with 150 p.s.f. available cohesion. Utilizing the Terzaghi Bearing Capacity Equation with a safety factor of 3.0, the following calculations have been determined: q = CNc + wDfNq + wBNw = 100(23) + 100(1.0)18+100(0~5)14 = 2300 = 1800 - 700 = 4800 p.s.f. (ultimate) Square ~ Continuous Footings qa = 1600 p. s. f. (allowable for square or continuous footings 12" wide and 12" deep); qa 1900 p.s.f. (allowable for square or continuous footings 121' wide and IS" deep); qa 2100 p.s.f. (allowable for square or continuous footings 18'1 wide and 1811 deep); and qa = 2300 p.s.f. (allowable for square or continuous footings 24" wide and 18" deep). FOOTING REINFORCEMENT We recommend one horizontal #4 steel bar as minimum rein- forcement for all continuous bearing footers. All excavated footing trenches should be kept moist prior to pouring. \3> . . Job No. F99-16B February 1, 1999 Page 3 Relative COmpaction Test Results Test No. Date Soil Depth Dry Dens. Field Maximum Type (ft.) (p.c.f.) Moist. Compaction (%) (%) S-l 1/29 A -0.5 113.6 9.2 95 S-2 1/29 A -1.0 114.1 9.0 95 S-3 1/29 A -0.5 112.3 9.S 94 S-4 1/29 A -1.5 114.7 7.0 95 S-5 2/1 A -1.0 116.5 6.7 97 S-6 2/1 A -2.0 115.S 7.S 96 S-7 2/1 A -1.5 116.9 7.6 97 S-S 2/1 A -0.5 115.2 7.9 96 S-9 2/1 A -0.5 114.0 7.7 95 S-lO 2/1 A -1.0 114.1 7.5 95 S-l1 2/1 A -1.0 117.3 6.3 96 S-12 2/1 A -1.5 113.9 7.3 95 S-13 2/1 A -0.5 114.0 6.9 95 ALLOWABLE SOIL BEARING VALUES The typical earth materials on the site were procured for laboratory analysis and, based on saturated direct shear tests, an allowable soil bearing pressure was determined. The results of laboratory analysis and direct shear testing on the typical \~ . . Job No. F99-11B January 4, 1999 Page 5 FLOOR SLABS Minimum floo~ slab reinforcement would be 6" x 6" -'10/10 wBlded wire mesh or the equivalent. As an alternate to mesh, #3 steel bars could be placed on 20 to 24-inch centers each way .and centered vertically within the slab. MOISTURE BARRIER A 6-mil visqueen moisture barrier is recommended beneath all living area floor slabs; the barrier should be lapped at all joints. UTILITY TRENCHES All underground trenching and/or excavations within the building pad area should be properly and thoroughly recompacted using optimum moisture and appropriate compacting (90%). DRIVEWAYS AND PARKING AREAS All trenches in the subgrade area must be properly back- filled, (I-foot vertical lifts) and compacted, resulting in a firm, compact, uniform surface. PROPOSED PAVEMENT DESIGN: SURFACE SUB-GR!\'DE COMPACTION (%) SUB-GRADE MATERIAL COMPACTION METHOD Concrete 95 Native Soil l'Iheel-roll Asphal t 90 3/4" base (4") l-lheel-roll \-) . . Job No. F99-15B February 1, 1999 Page 6 DRAINAGE AND SLOPE PROTECTION All slopes should be planted with a deep-rooting ground cover which can be maintained with minimum irrigation a Burrowing rocents should also be controlled to prevent excessive soil saturation and subsequent slumping. All drainage waters should be diverted from structure~ and fast flowing runoff should be controlled by "damming" or "puddling". CONCLUSIONS All compaction testing in these newly graded areas indicate relative compaction values equal to or exceeding the required 90% relative compaction minimum values. Allowable bearing values are in accordance with the information presented in this report. We are prepared to explain any portion of this study, and we thank you for this opportunity to be of service. Respectfully submitted, ENGINEERING VENTURES ~-t- v-0. _I!-_ . (/~ - -- Peter H. Buchanan, Geological Engineer, M.S. R.C.E. 45687~\rL~ ,/ 0\,U ,-,,, ,:; './ . 0, \ ~- __' i( in..\-v ,?\\ F. 10, '... ,-S.\ v(........~ Q'v <.." . ".. \ ,<..J ^ '.' ..... "':::..V Or _ \ . c.., .... . '._ \ -...; '{" ,,~. : ~ '" No. C 045687. c.' ) S; I \ k Exp (;Z.~3(-t)2-), f~ . 0;.,. C /,,1 '. \:/ .'\,\ / ",Ji-.-- -0"'" \~ '.' ("II . \ '\ .... ..."/